b'TECHNICAL COLUMNCISCprovidesthiscolumnaspartofitscommitmenttotheeducationofthose interested in the use of steel in construction. Neither CISC nor the author assumes responsibilityforerrorsoroversightsresultingfromtheuseoftheinformation containedherein.Suggestedsolutionsmaynotnecessarilyapplytoaparticular structure or application and are not intended to replace the expertise of a licensed professional engineer or architect.Question 1:ImusingTable3-38intheHandbooktoQuestion 2: In a particular bolted connection, the Charles Albert, P.Eng.designaweldeddouble-angleconnection.Thebolt nuts can be held in place but cannot be turned Manager of Technicalsupported beam has a web thickness that is less thandue to lack of space. Is it permissible to use the turn-Publications & Services, CISC the minimum tabulated value, but the factored beamof-nut method by turning the bolt heads instead?reaction is also less than the weld capacity given in the table. Could I still use the table in that case, and howAnswer:Forturn-of-nutinstallationsinbuilding would I proceed?applications, either the nut or head may be turned. In CSA S16-14 Table 8, it is stated, Nut rotation is rotation Answer: If the factored beam reaction is less thanrelative to a bolt regardless of whether the nut or bolt the weld capacity given in the Handbook (see Figureisturned.TheRCSCSpecificationforStructural 1), you may prorate the required beam web thicknessJoints Using High-Strength Bolts supplies additional accordingly.Adesignexampleillustratingthisinformation(althoughRCSCrecommendationsareWELD GROUP RESISTANCE calculation can be found on page 3-67.notgenerallymandatoryinCanada):Whenitis WELDED DOUBLE-ANGLE BEAM CONNECTIONSTable 3-38 10 2Dimpractical to turn the nut, pretensioning by turning Fillet Welds: X u= 490 MPa the bolt head is permitted while rotation of the nut is CSA G40.21-300W Angles FIGURE 1 DL D 1 LTable 3-38Welded Double-Angle Beam Connections prevented ASTM A992, A572 Gr. 50, CSA G40.21-350WBeams and Supporting MembersIfhardenedwashersarerequired(e.g.for w w wpretensionedassemblies),however,theymustbe Web-Framing Legs with WeldsWELD GROUP O RESutstanding Legs ISTANCEwith Welds 10 placed under the turned element (CSA S16-14 Clause TWO C-SHAPE WELDS TWO VERTICAL WELDSConn.Nom inal 2DULS Factored Load Resistance (kN)ULS Fact. Load Resistance (kN)AngleDepth23.4.1).Lengthof Angle Width, WL Angle Width, WL D Supported D LBea mQuestion3:Inseismicapplications,energy-76 mm64 mm89 mm or 76 mmw dissipating elements must meet the requirement: Fy w wFillet Size D (mm) Fillet Size D (mm) Fillet Size D (mm) (mm)(mm)Web-Framing Legs with Welds Outstanding Legs with Welds0.85 Fu (S16-14 Clause 27.1.5.1). But according to the 568105681056810min.max. TWO C-SHAPE WELDSTWO VERTICAL WELDSConn.Nominal mill test certificates, some of the ASTM A500 hollow 368442 Fact 0red Load Re 4425 ( 567 709 115 act139185 nce (kN)15 200Depth 0 ULS 59 o 73735 sistance kN)ULS F . Load Resista 231Angle 0315326398521060524628838 1050 250structuralsectionsthatwereceiveddontseemto 300400500Lengt 310of230 h460 Angle Width, WAngle Width, W Supported 705846113014106607921060 1320 400480640800310410610 meet this requirement. Am I missing something?LBeam 76 mm 823987132016507689264 mm 0 1540 54589 mm or 76 m2m1090390 460760 212365487931F ille112t S0iz e149 D (m0 m186) 0874F ille105t S0iz e 140D (m0m1750 683Fil82nswer:mIn 1370470 )3.2610 (Fy 920Fu represent the A(m(mm mm) ) let S0i ze D1090 ) Clause 8.(a), and1035 01246 01658 0207 97 117 157 196 81 980131 163 55 0690 1100.1005 96 08 0 1005 668 010 0min. maxpublishedminimumspecifiedvaluesforthesteel 36 44 59 73 35 42 56 70 11 139185231150200310 11408 13702 18200 22807 10840 13050 17370 21790 9456 1140de, as defin 0d i 630 lau 760.2, and not the test values gra 1510189 e n C se 353 63 85 106 52 628838 1050 250300400500230310460 12502 15090 20020 25000 1194014301910 2390 1070129017202150710840 reportedonthecertificates.Asmentionedinthe 70 84 113 141 66 79 106 132 40 48 64 80 31 41 61 0 13550 16260 21600 27000 13000 15520 20700 25900 12000 14400 19200 24000 7900 9200CISC Commentary in Part 2 of the Handbook, most 82 98 132 165 76 92 123 154 54 6548721090 390 460760 14630 17570 23400 29200 14080 16820 22400 28000 13350 159021202660870 1000structural steels will meet this requirement, except for 93 112 149 186 87 105 140 175 68 82 109 137 47 61 92 0 15710 18800 25100 31400 15140 18100 24200 30200 14530 17400 23300 29100 9500 11000124 97 117 196 81 some high-strength grades such as CSA G40.21-700Q 10300 20000 16500 20700 16290 19400 15700 32300 15806 98 131 16300 5500 690110m0167 267 334 259 18900 25300 316 103 Welded beaor 700QT. AS1140137Minimum Requi 1080Thickness2170 94 151t0ing S189 63076F y 0 018202280red Web13001730 Min6.Thick114. o0f Supporteel0,Beam Framing12501500of Supporte eam02 143 1910 2390 1070on One Side 3 (mm0 ) 710(MPa20002500d B119 (mm0) 12901720215 840 ) 7.609.1012.10 15.20 7.609.1012.10 15.20 3.804.606.107.6 0345 0 135 162 216 270 130 155 207 259 120 144 192 240 790921.Resistances are based on F y= 345 MPa. 1460175023402920140016802240 2800 13301590212026608701000 2.Coped beams may have additional requirements. See Double-Angle Beam Connections in Part 3. 1570188025103140151018102420 3020 14501740233029109501100 3.For supporting material with beams framing from both sides, use double the tabulated value. 1670200026703340162019402590 3230 15801890253031601030Welded beam Minimum Required Web ThicknessMin. Thick. of Supporting Steel,F yof Supported Beam 2 (mm)Beam Framing on One Side 3 (mm) (MPa) Questions on various aspects of design and construction of steel buildings and bridges are welcome. 7.69.112.115.27.69.112.1 15.2 3.84.66.17.6345 They may be submitted via email to info@cisc-icca.ca. CISC receives and attends to a large volume 1.Resistances are based on F y= 345 MPa. 2.Coped beams may have additional requirements. See Double-Angle Beam Connections in Part 3. of inquiries; only a selected few are published in this column.3.For supporting material with beams framing from both sides, use double the tabulated value. 8|FALL 2019 ADVANTAGE STEEL'